• Transactions of the Korean Society of Mechanical Engineers
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• v.14 no.2
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• pp.376-381
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• 1990

An interactive computer program to design a mold cavity with the proper rigging system has been developed. In addition to the pattern and the risers generated in part 1 of this work, the various components of the gating system are generated in complete three dimensional models by a rational approach. Then they are laid interactively by the user, and united together with the pattern and the risers to result in the three dimensional model of the mold assembly. Finally, the vents and the mold box are constructed following the user's interactive specification and then the mold cavity is completed in a three dimensional geometric model by subtraction the mold assembly and the vents from the mold box. The three dimensional model of a mold cavity is useful for many related applications such as the solidification simulation for mold evaluation and the NC tool path generation for mold production.

• Transactions of the Korean Society of Mechanical Engineers A
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• v.40 no.1
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• pp.121-128
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• 2016

A furan mold design and machining system for marine propeller casting was developed. In general, a large marine propeller is produced by casting in a foundry, where the upper and lower molds are constructed of cement or other materials like furan. Then, the cast workpiece is machined and manually ground. Currently, furan mold construction requires a series of manual tasks. This introduces a fairly large amount of stock allowances, which require a considerable number of man-hours for later machining and grinding, and also increase the work processes. A mold design and off-line robot programming software tool with a six-axis robot hardware system was developed to enhance the shape accuracy and productivity. This system will be applied in a Korean ship building company.

• Journal of the Korean Society of Hazard Mitigation
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• v.3 no.4 s.11
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• pp.103-109
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• 2003

A numerical analysis of cable-stayed bridge is conducted to determine optimum longitudinal modulus of elasticity which represents the boundary condition between the tower and main girder. The effect of longitudinal modulus of elasticity is investigated for different loading condition (live load, wind load, seismic load), respectively. There are significant changes in the member forces as variations of longitudinal modulus of elasticity, such as, $k_h$=e=100tonf/m/bearing (live load), $k_h$=e=1000tonf/m/bearing (seismic load), However, the wind loads do not affect member forces. The optimum longitudinal modulus of elasticity is determined from considering minimum member forces in the numerical analysis results.

• Journal of the Computational Structural Engineering Institute of Korea
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• v.21 no.4
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• pp.325-334
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• 2008

The standard prestressed concrete I-girder bridge (PSC I-girder bridge) is one of the most prevalent types for small and medium bridges in Korea. When determining the member forces in a section to assess the safety of girder in this type of bridge, the general practice is to use the simplified practical equations or the live load distribution factors proposed in design standards rather than the precise analysis through the finite element method or so. Meanwhile, the live load distribution factors currently used in Korean design practice are just a reflection of overseas research results or design standards without alterations. Therefore, it is necessary to develop an equation of the live load distribution factors fit for the design conditions of Korea, considering the standardized section of standard PSC I-girder bridges and the design strength of concrete. In this study, to develop an equation of the live load distribution factors, a parametric analysis and sensitivity analysis were carried out on the parameters such as width of bridge, span length, girder spacing, width of traffic lane, etc. As a result, the major variables to determine the size of distribution factors were girder spacing, overhang length and span length in case of external girders. For internal adjacent girders, the determinant factors were girder spacing, overhang length, span length and width of bridge. For internal girders, the factors were girder spacing, width of bridge and span length. Then, an equation of live load distribution factors was developed through the multiple linear regression analysis on the results of parametric analysis. When the actual practice engineers design a bridge with the equation of live load distribution factors developed here, they will determine the design of member forces ensuring the appropriate safety rate more easily. Moreover, in the preliminary design, this model is expected to save much time for the repetitive design to improve the structural efficiency of PSC I-girder bridges.

• Computational Structural Engineering
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• v.6 no.3
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• pp.5-11
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• 1993

본문에서는 서해대교 사장교 설계의 경험을 기초로 사장교의 거동원리와 구조해석시 유의해야 할 몇가지 사항들에 대해서 기술하였다. 특히 강합성사장교의 주형해석시 바닥판과 강형의 모델링, 가설방법과 순서에 따른 명확한 이해와 이에 따른 구조계의 이상화, 시간경과에 따른 재료성질의 보다 엄밀한 구현 등이 설계에 미치는 영향과 중요성을 강조하였다. 사장교는 기존의 현수교에 비해 주형의 강성을 효율적으로 사용할 수 있고 미관이 탁월할 뿐 더러 주위환경에 따라 가설방법과 구조계를 변화시킬 수 있는 적응성이 뛰어나다. 이와 같은 측면 때문에 사장교는 현대 중.장대교량을 대표하는 형식으로 점차 그 영역을 넓혀가고 있다. 국내에서도 올림픽대교를 비롯한 몇개의 사장교가 건설되었으며 이와 같은 경험을 바탕으로 순수 국내기술에 의해 세계에서 10위권에 드는 장대사장교인 서해대교가 설계되기에 이르렀다. 이와 같은 경험의 조각들이 모여 국내 토목설계의 비약을 이룰 수 있는 전환점이 될 것임을 믿어 의심치 않는다.

• Journal of Korean Society of Steel Construction
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• v.21 no.3
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• pp.221-232
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• 2009

The load distribution factor (LDF) values of simplified composite H beam panel bridges (SCHPBs) that were subjected to one lane and two lane loads were investigated using three dimensional finite element analyses with the computer program ABAQUS (2007). This study considered some design parameters such as the slab thickness, the steel plate thickness, the span length, and the continuity of the SCHPBs in the development of new LDFs. The distribution values that were obtained from these analyses were compared with those from the AASHTO Standard, LRFD, and the equations presented by Tarhini and Frederick, Huo et al., Back and Shin, and Cai. The AASHTO Standard distribution factors for SCHPBs were found to be very conservative. Sometimes, the distribution values from the finite element analyses for interior girders were similar to the results of the AASHTO LRFD, whereas the values for exterior girders were conservative in most cases. The new distribution values that were presented in this study produced LDFs that are more conservative than those from the finite element method. For the simple application of the design to SCHPBs, bridge engineers can use 0.42 for the interior girder and 0.32 for the exterior girder. The proposed values improve the current design procedure for the LDF problem and increase SCHPB design efficiency.

• CDE review
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• v.3 no.2
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• pp.76-79
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• 1997

최근 몇년간 CAD/CAM 분야에서 활동하시는 많은 분들이 'RP'라는 신기술의 등장과 발전과정을 다분히 생경스러운 심정으로 지켜봐 왔을 것으로 생각된다. 주지하다시피 'RP 즉 Rapid Prototyping'은 '컴퓨터에 저장된 3차원 형상모델의 기하학적 자료로부터 그 물리적인 모형형상을 신속하게 조형해 내는 것'으로 주어진 설계 제품의 수학적 모델을 그 이전에 존재하였던 그 어떤 가공방식과도 비교할 수 없는 빠른 시간안에(통상 24시간 이내) 물리적인 모형으로 재현해 낸다는 것이 그 대표적인 장점이라고 하겠다. 우리말로는 '신속조형기술'이라고 명명할 수 있는 이 기술은 설계된 제품 형상의 기하학적인 복잡성이나 반복성에 전혀 구애받지 않고 그 어떤 제품형상도 조형이 가능하다. 물론 초기에 이 기계장치의 발명목적은 'RP'라는 용어가 시사하듯이 컴퓨터나 수작업에 의해 설계된 제품형상을 신속하게 관능(시각 및 촉각) 감각을 통해서 관찰하고 그에 따른 형상설계의 내용을 검증하기 위함이었다. 그러나 이 기술이 최근 그 발전의 행보를 빨리함에 따라 기존에는 상상할 수도 없었던 복잡한 제품 형상의 신속한 모형제작은 물론 가까운 장래에는 이의 주물성형을 위한 주형의 제작이나 플라스틱 사출성형용 금형제작(신속 주형/금형 제작-RT: Rapid Tooling 이라고 호칭)까지도 신속하게 수행해낼 것으로 기대된다.

• Journal of Korean Society of Steel Construction
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• v.15 no.2
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• pp.175-185
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• 2003

The extended tangent stiffness matrices and force-deformation relations of the elastic catenary element were initially derived through the addition of the unstrained length of cables to unknown nodal displacements. A beam-column element was then introduced to model the deck and pylon of cable-stayed bridges. The conventional geometric nonlinear analysis, initial force method, and TCUD method were summarized, with an effective method combining two methods presented to determine the initial shapes of cable-stayed bridges with dead loads. In this combined method, TCUD method was applied to eliminate vertical and horizontal displacements at cable-supported points of decks and on top of pylons, respectively. The initial force method was also adopted to eliminate horizontal and vertical displacements of decks and pylons, Finally, the accuracy and validity of the proposed combined method were demonstrated through numerical examples.

• Journal of Korean Society of Steel Construction
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• v.19 no.2
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• pp.233-245
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• 2007

Previous finite element studies have shown that AASHTO Standard load distribution factor (LDF) equations appear to be conservative for longer spans and larger girder spacing, but too permissible for short spans and girder spacing. AASHTO LRFD specification defines the distribution factor equation for girder spacing, span length, slab thickness, and longitudinal stiffness. However, this equation requires an iterative procedure to correctly determine the LDF value due to an initially unknown longitudinal stiffness parameter. This study presents a simplified LDF equation for interior and exterior girders of two-span continuous I-girder bridges that does not require an iterative design procedure. The finite element method was used to investigate the effect of girder spacing, span length, slab thickness, slab width, and spacing and size of bracing. The computer program, GTSTRUDL, was used to idealize the bridge superstructures as the eccentric beam model, the concrete slab by quadrilateral shell elements, steel girders by space frame members, and the composite action between these elements by rigid links. The distribution factors obtained from these analyses were compared with those from the AASHTO Standard and LRFD methods. It was observed through the parametric studies that girder spacing, span length, and slab thickness were the dominant parameters compared with others. The LRFD distribution factor for the interior girder was found to be conservative in most cases, whereas the factor for the exterior girder to be unconservative in longer spans. Furthermore, a regression analysis was performed to develop simplified LDF formulas. The formulas developed in this study produced LDF values that are always conservative to those from the finite element method and are generally smaller than the LDF values obtained from the AASHTO LRFD specification. The proposed simplified equation will assist bridge engineers in predicting the actual LDF in two-span continuous I-girder bridges.

• Proceedings of the KSR Conference
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• 2001.05a
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• pp.257-264
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• 2001

국내 고속철도 강합성 교량이 경부고속철도 8-2공구에서 처음으로 시공완료 되었다. 그동안 수년간에 걸쳐 고속철도 교량시공에도 불구하고 강합성 교량이 적용되지 못했던 것은 설계 기술적인 면과 더불어 재료 적인 면에서 국내여건이 성숙되지 못한 요인이 크다고 보여진다. 본 고에서는 기 설계된 PC BOX교량중 지형여건상 강합성교량이 적합한 교량구간을 제시하였다. 또한 강합성 교량의 설계기술적인면 중 특히 중요한 한국형 TGV차량의 동적 하중의 적용과 그에 따른 구조물 거동의 평가를 1＠50 교량에 대한 8-2공구 사례를 통하여 논의하였다. 강합성 단면은 단순 2주형 주형거더(double I beam)이며 플랜지 두께는 최대 80-100mm가 적용되어졌다. 본 단면에 대한 HL차량하중등에 대한 정적해석을 통하여 관심이 되고 있는 플랜지등의 응력 검토결과를 보여주었다. 아울러 정적해석과 동적해석의 결과치를 비교하여 국내 시방서에 제시된 고속철도 HL차량하중에 대한 평가도 이루어졌다. (중략)